CN104110028B - A kind of dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion - Google Patents
A kind of dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion Download PDFInfo
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Abstract
The present invention relates to a kind of dry operation boring cast-in-place pile construction method without water law concrete perfusion, it adopts the dry working system of churning driven to implement boring and clear hole, adopt without water law concrete perfusion, the operating procedure of described concrete perfusion without water law includes: when irrigating first batch of concrete, making conduit end opening is 25cm～40cm to the distance at the bottom of hole, and makes the degree of depth of conduit Transducers Embedded in Concrete be not less than 1m；In concrete perfusion process, the buried depth controlling conduit is not less than 3m；Concrete perfusion close to stake push up time, improve hopper level, it is ensured that funnel distance design height of pile top be not less than 4m.The completely left out mud system of the present invention, decreases the consumption of mud raw material and water resource, it will be apparent that reduce construction cost.And dig out dregs transportation far away than transport, to process mud expense be low, so the expense saving emission treatment mud is also very considerable, saves interim occupation of land of mud system, particularly constructs when urban district narrow field, effect is obvious.
Description
Technical field
The present invention relates to the construction method of a kind of cast-in-situ bored pile, be specifically related to a kind of dry operation boring cast-in-place pile construction method without water law concrete perfusion.
Background technology
Current cast-in-situ bored pile operation has holing with slurry wall protection operation and dry hole operation two ways, namely holing with slurry wall protection operation adopts the method for mud off, due to can be formed retaining wall layer prevent from collapsing hole, can effectively deslagging, can for providing hydraulic pressure to support in hole, balancing earth pressure power be commonly used at present method.But the method for mud off still has a lot of deficiency, as added working procedure, it is necessary to being equipped with mud pit, recovery pond, confession, overfall pipeline etc., place area occupied is big；Mud raw material is mainly bentonite, and bentonite is more in short supply as raw material and price is high, improves construction costs；During bored concrete pile, mud is discharged, and causes construction waste contaminated environment；When adopting mud off to impact brill, direct and reverse circulation drilling machine pore-forming, it is impossible to drilling pouring pile hole operation is carried out range estimation monitoring, quality condition and progress can only be judged by rule of thumb.Namely patent CN201110179305.X discloses the pile making method of a kind of slurry drilled pile, and adopts special process that the quality of pile is controlled.
Current dry hole operation then generally uses long-spiral drilling machine to have significant limitation (diameter is less), artificial digging pile, and cast-in-place concrete pile needs vibrator jolt ramming, and except adding cost of labor, under hole, operation danger is too big and extremely difficult.
Summary of the invention
It is an object of the invention to provide a kind of without mud off, can significantly save operation, duration and cost, and pile quality dry operation boring reliably is without the cast-in-place pile construction method of water law concrete perfusion.
Technical scheme is as follows:
The construction method of the present invention adopts the dry working system of churning driven to adopt without water law concrete perfusion after implementing boring and clear hole, the operating procedure of described concrete perfusion without water law includes: when irrigating first batch of concrete, making conduit end opening is 25cm～40cm to the distance at the bottom of hole, and makes the degree of depth of conduit Transducers Embedded in Concrete be not less than 1m；In concrete perfusion process, the buried depth controlling conduit is not less than 3m；Concrete perfusion close to stake push up time, improve hopper level, it is ensured that funnel distance design height of pile top be not less than 4m.
Further, the construction method of the present invention comprises the steps:
Step one: geology is investigated on the spot and the confirmation in stake site: conventional method complete drilling construction before preliminry basic research and confirm a site；
Step 2: bury casing underground: adopt rotary drilling rig static pressure method to complete to bury casing underground, at least big than the bit diameter of the rotary drilling rig 100mm of the internal diameter of casing, tamping between casing and hole wall, and the depth of burying of casing is 1m ~ 2m, the top of casing should 20cm ~ 30cm above ground level；
Step 3: boring: the dry operation boring work of conventional churning driven method；
Step 4: clear hole: adopt the conventional clear hole method of churning driven to carry out clear hole；
Step 5: dispose steel reinforcement cage: conventional method completes the lifting of steel reinforcement cage and arranges work；Step 6: concrete perfusion pile:
The described concrete slump is 12cm～18cm, and the ratio of mud is 0.40 ~ 0.45；
When irrigating first batch of concrete, making conduit end opening is 25cm～40cm to the distance at the bottom of hole, and makes the degree of depth of conduit Transducers Embedded in Concrete be not less than 1m；
After starting concrete perfusion, control the interval time removing conduit less than 2.5 hours；
In concrete perfusion process, the buried depth controlling conduit is not less than 3m；
Concrete perfusion close to stake push up time, improve hopper level, it is ensured that funnel distance design height of pile top be not less than 4m.
Further, dry operation bored pile construction geological conditions described in the construction method of the present invention meets and digs in a depth bounds without subsoil water, drift sand or soft stratum or only have a small amount of subsoil water, it is possible to carried out extraction during secondary pile hole cleaning before step 6.
Further, also including naphthalene series high-efficiency water-reducing agent, air entraining agent and mineral admixture in concrete described in the construction method step six of the present invention, the concrete making configuration good has good workability.
Further, mineral admixture described in the construction method of the present invention selects breeze or flyash.
Further, irrigating first batch of concrete in the construction method step six of the present invention, the buried depth controlling conduit is 1m.
Further, in the construction method step six of the present invention in concrete perfusion process, the buried depth controlling conduit is 3m ~ 6m.
Workability of the present invention refers to that fresh concrete is prone to each operation constructing operation (stirring, transport, pouring, tamping etc.) and can obtain the performance that uniform quality, molding are closely knit.Good workability refers to and makes concrete workability meet design requirement after adding additive (naphthalene series high-efficiency water-reducing agent, air entraining agent and mineral admixture).
Soft stratum of the present invention refers to without in external force applying situation, the stratum caved in voluntarily.
The invention have the benefit that
(1) reduce cost, minimizing engineering is taken up an area temporarily: the completely left out mud system of method of the present invention, decreases the consumption of mud raw material and water resource, it will be apparent that reduce construction cost.And dig out dregs transportation far away than transport, to process mud expense be low, so the expense saving emission treatment mud is also very considerable, saves interim occupation of land of mud system, particularly constructs when urban district narrow field, effect is obvious.
Further, since the directly perceived reserved pile crown that cuts of operation is easy for controlling, it is to avoid too high problem reserved by underwater grouting pile crown, save that part is super to be filled concrete and the expense such as cut.
(2) protection environment, is more conducive to civilized construction: clean and tidy without mud job site environment, in order, minimizing mud emission decreases the impact on surrounding, it is to avoid the public environment such as polluted river channel, highway.Scene is easily done civilized construction, improves engineering efficiency.
(3) construction quality is improved: dry operation pore-forming, it is easy to sampling and judges each position, hole formation variation, the change grasping engineering foundation geological condition that will be apparent from, particularly some designing requirement holes at end are when a certain geological stratification, the sampling of whole hole is the insoluble difficult problem of mud off system, and dry operation pore-forming can stratum, intuitive judgment hole at end easily, it is possible to hole quality and progress are grasped in range estimation completely, in order to go wrong and take counter-measure in time.
Dry hole concrete perfusion extremely efficient solves Reinforcement Cage Floating, will not form hardcoat, jacking rising of steel cage at TOC without sand setting.
(4) saving the duration: save mud system, penetration rate is fast, and visual inspection, examination speed are fast, filling concrete speed is also quickly, ensure that and eliminate substantial amounts of cumbersome process under quality premise, speed of application is greatly improved, and practice draws the saving duration 30%.
(5) easy to operate, reduce the labor intensity of operator.
Accompanying drawing explanation
Fig. 1 is the process chart of operational approach of the present invention.
Detailed description of the invention
The Dracocephalum moldabium aqueduct filling pile construction of embodiment 1 Route general main canal Handan City section, illustrates the inventive method in conjunction with Fig. 1:
(1) geology is investigated on the spot and the confirmation in stake site: conventional method completes the preliminry basic research before burying casing underground and confirms a site
The geology cover layer of stake traverse is mainly the multiple structures such as artificial earth fill, clay rock, argillaceous siltstoue, fine sand, flour sand.Based on clay rock.General 5m～the 20m of clay rock thickness in monolayer, argillaceous siltstoue thickness in monolayer 0.5m～6.1m, Extra-fine sand (local medium sand) layer thickness in monolayer 1.1m～7.3m.
Place is without surface water.Place is positioned at hopper zone, Handan City, and subsoil water buried depth is at below 50m, and a small amount of subsoil water belongs to pore water, and water-bearing layer is fine sand layer, and subsoil water is fed by Atmospheric precipitation, downstream undercurrent excretion.In year, 10～November is subsoil water highstand, and lasts till March in next year, and 5～June is lowstand period.
Executing pile-up point before boring, after setting-out, surrounding sets fender pile repetition measurement, and error control is within 10mm.Further determine whether barrier, after management acceptance(check), carry out drilling construction.
(2) casing is buried underground:
Arranging casing according to stake site, the internal diameter of casing should be greater than bit diameter 100mm, and casing position should be buried underground correct stable, and casing center and stake position centre deviation cannot be greater than 50mm, and the deviation of gradient is not more than 1%, and between casing and hole wall, application clay tamps.In construction, the employing rotary drilling rig static pressure method of burying underground of casing completes.First correct rig in place so that it is body perpendicularity, drilling rod perpendicularity and the unification of stake position reinforcing rod three line, then at the good hosqe bit of drilling rod top tape, then slings casing correctly in place with crane, it is vertically pressed in soil body with rotary drill rod.Again stake position is led back centrally through four control fender piles after shield-tube embedment, make casing center and stake position center superposition, and identify fender pile line of direction position with red paint on casing.The depth of burying 1.5m of casing.Casing should 20cm ~ 30cm above ground level.
(3) rig
By field technician, former stake position is checked before driller insertion, pile position deviation less than 10mm, and with "+" wordline location, then carry out driller insertion.Driller insertion requires: rig held stationary, not run-off the straight, displacement, and drill bit alignment position, hole is opened motor and carried out perforate.Running check in work progress, it has been found that problem is corrected in time.
Bit gauge protection device, bit diameter, bit wear situation is had to check for, the timely replacing that bit wear is exceeded standard by work progress before pore-forming；The shape of tooth, specification and angle is cut according to bottom soil layer situation selecting properly drilling bucket；Long according to casing absolute altitude, design of pile top absolute altitude and stake, an absolute altitude at the bottom of calculating, drilling bucket is first landed when starting by boring, and display resets and starts working, and each drilling depth display wants record position and hole depth.
Before pore-forming and when proposing drilling bucket every time, drilling bucket and the situation of drilling rod connecting pins, drilling bucket door connecting pins and steel wire rope should be checked, and the dregs on drilling bucket should be removed.The soil that drilling bucket the is poured out minimum range from stake holes mouth should be greater than 6m, and boring mud adopts loader dress dump truck to transport building site in time, abandons and transports to solution space guarantee environmental protection.
In pore forming process, the parameter determined by test pile is constructed, if full-time recorder records the various parameters of pore forming process, as added the situations such as drilling rod, drilling depth, geologic feature, abuse, barrier.Record must be conscientious, timely, accurate, clear.
According to geological condition controlled footage speed in boring procedure: when being got into soft formation by hard formation, can suitably accelerate rate of penetration；When soft formation becomes hard formation, slow-motion of slowing down；In the stratum of easy undergauge, should suitably increase cleaning bottom of hole number of times, it is prevented that undergauge；Fast rotating speed is adopted to creep on hard plastic layer, to improve drilling efficiency；Layer of sand then adopts low-rotate speed to creep into slowly.
Creep into hard formation, the footage per round trip degree of depth is too little, bucket in boring mud very little time, minor diameter tubular dentation drilling bucket can be used instead, subdrilling one aperture, then creep into drilling bucket reaming again, also short Auger drilling can be used instead, then drilling bucket is descended to drag for slag again, rate of penetration, should according to soil layer situation, aperture, hole depth, the concrete conditions such as rig load and hole quality are determined, at gravel, sand ovum, when pebble layer creeps into, stable for protection hole wall, appropriate clay ball can be put in advance in hole, drill bit in lower hand-hole, its chassis slag inlet must fill Guan Bi valve plate, in case sand gravel is left out by mistake in hole from bottom when carrying brill.
Operation process is filled in drilling time log table in time, including absolute altitude at the bottom of job, rate of penetration, the degree of depth, hole.And sample on request, compare with address profile.After reaching projected depth, examine geological condition, notify at once if any difference；Measure aperture, hole wall, perpendicularity；Hole depth and sediment detection, as do not reached requirement clear hole repeatedly until reaching design hole depth.Whole Kong Houying removes the earth on retaining wall and residue, hydrops at the bottom of hole, confirmation is submitted a report asking for supervising engineer and is carried out acceptance of concealed work, after acceptance(check) after reaching requirement, clear hole (the clear hole of churning driven not drilling depth makes in hole without loosened soil) immediately, at the bottom of hole, sediment thickness is not more than 100mm.After pore-forming, rig displacement, whole hole checking and accepting should be carried out as early as possible；Stop to concrete from clear hole and start pouring, should control at 1.5h ~ 3h, generally must not exceed 4h.After pore-forming, aperture surrounding must be provided with guardrail, and guardrail height is preferably 0.8m.
(4) steel reinforcement cage is disposed
Bar connecting adopts stripping rib straight screw connection, and in order to ensure fitting sleeve yarn quality, reinforcing bar adopts cutter blanking, peel rolled straight thread machining silk head, uses ring screw gauge to detect, tightens with torque spanner.Joint quality, performance meet the performance requirement of I grade of joint, and the silk head steel-bar protection cap made is protected, it is prevented that screw thread is bruised or by dirt contamination.Fabrication of reinforcing cage tolerance: main muscle spacing ± 10mm, stirrup spacing ± 20mm, diameter ± 10mm, length ± 100mm.Main tendon protective layer 50mm, controls with reinforcing bar ear, it is allowed to deviation ± 20mm, it is to be ensured that steel reinforcement cage occupy in the middle of boring；Placing one group along steel reinforcement cage every 2m, often group arranges 4, uniformly lays by 90 °, both can avoid cage body collision hole wall, ensures that concrete cover is uniform and steel reinforcement cage position in pile body is correct.Steel reinforcement cage deposits, transport, when lifting, will guard against deformation.Owing to steel reinforcement cage is oversize, point two-section makes, and Site Welding connects.
Fabrication of reinforcing cage should meet designing requirement, and steel reinforcement cage storage space should be smooth, and steel reinforcement cage should first carry out acceptance of concealed work and can transfer.In reinforcement cage hoisting and transportation, should ensure that entirety, straight lifting.Steel reinforcement cage holds up two cranes of use in straight process, after cage hangs ground, utilizes centre-of gravity shift principle, is transported by hoisting wirerope sliding on crane hook and manpower controls a little, it is achieved holding up straight, lifting is converted into vertical lifting, in order to hand-hole.Hang with crane, slow play during hand-hole, should be put down gently, hand-hole must not left rotation and right rotation by force, forbid raised pelter, collide and suppress and transfer.After steel reinforcement cage installs, it is necessary to fix immediately；Cage put in place (at the bottom of hole) time to check cage top mark high.
(5) concrete perfusion pile
The concrete that the present embodiment adopts the ratio of each component is:
Pile foundation concrete construction match ratio
Wherein DH3gFor naphthalene series high-efficiency water-reducing agent, DH9For air entraining agent, produce by concrete admixture factory of Hebei province of Ministry of Water Resources.
By the selection of additive (water reducer, air entraining agent), cementing material (cement and mineral admixture) and coarse-fine aggregate (middle sand and rubble) with collocation and meticulous mix-design, the shear stress that concrete yield stress being reduced to is enough to by producing because of deadweight overcomes, concrete flowability is made to increase, there is again enough plastic viscosities simultaneously, aggregate is made to be suspended in cement mortar, occur without isolation and bleeding problem, it is possible to reach self-compaction by the concrete pressure of bored pile guide buried depth.Determine that the suitable slump is 12cm～18cm according to construction requirement, design strength index C30 and adaptive result select the suitable ratio of mud to be that 0.42(adopts the lower limit of the ratio of mud in " technical code for building pile foundation "), if the increasing ratio of mud, increase water consumption, although fluidity can be increased, but stickiness reduces.Keep concrete stickiness and stability, admixture high efficiency water reducing agent can only be relied on to realize.
So selection naphthalene series high-efficiency water-reducing agent, cement particle being produced strong peptizaiton, and stops dispersed particle condense, the water-reducing rate of high efficiency water reducing agent answers >=25%, and should have certain guarantor and mould function.Requirement to high efficiency water reducing agent: 1. good with the compatibility of cement；2. water-reducing rate is big；3. slow setting, guarantor mould.
Fill appropriate mineral admixture (flyash) and concrete rheological property can be regulated, improve plastic viscosity, improve simultaneously the slurry in mixture admittedly than, improve concrete workability, homogeneity of concrete is made to improve, and reduce the frictional force between coarse-fine aggregate granule, improve concrete logical resistance ability.
Suitably increasing sand coarse aggregate ratio and control coarse aggregate size≤40mm, when meeting obstructions with minimizing, the possibility of slurry osteodiastasis, increases the anti-isolation stability of mixture.
The coordination in works finally determined, through trial, does not all isolate before and after building, not bleeding, and coarse-fine aggregate is uniformly distributed.
After concrete prepares, tremie method is adopted to carry out anhydrous filling concrete.
(4) filling concrete adopts tremie method.The diameter of conduit, specification to adapt to aperture, are generally adopted bayonet fittings, diameter 300mm, the conduit of wall thickness 10mm, the long 2m of every pipe joint.Conduit is when hanging in hole, and its position wants placed in the middle, axis is straight, steady sinking, it is prevented that card hangs framework of steel reinforcement and collision hole wall.
HZ50 type mixing station is adopted to mix and stir, 9m3Concrete mixing and transporting car transport concrete, to on-the-spot, directly pours perfusion in conduit into.Before concrete perfusion, to carrying out secondary pile hole cleaning in hole, it is ensured that without hydrops in hole.
Filling concrete rises when stake top, uses suspension bucket instead and topples over to improve hopper level.
When irrigating first batch of concrete, conduit end opening at 25cm～40cm, and makes the degree of depth of conduit Transducers Embedded in Concrete be not less than 1m to the distance controlling at the bottom of hole.Cut ball perfusion start after, continuous print to carry out, and as much as possible shorten dismounting conduit interval time, be usually no more than 2.5 hours；Through the position in conventional sounding bob exploration hole inner concrete face, adjusting the buried depth of conduit in filling process in time, the buried depth of conduit controls at 3m～6m.Concrete close to stake push up time, improve hopper level, it is ensured that funnel distance design height of pile top be not less than 4m, concrete toppled over by suspension bucket, to ensure concrete self-compaction.For guaranteeing stake top quality, stake top adds filling 0.5m～1m height.
After bored pile piling, detect pile quality.
1, ultrasound examination:
Ultrasound examination performs according to pertinent regulations in People's Republic of China's industry standard " architecture foundation pile inspection specifications " (JGJ106-2003).
Site Detection step is as follows:
(1) will launch and receive the measuring point place that sound wave converter is respectively placed in by depth mark in two sound detecting pipes.
(2) launching should with the fixing discrepancy in elevation synchronization lifting of identical absolute altitude or maintenance with reception acoustic wave transducer, and measuring point spacing is not preferably greater than 250mm.
(3) in real time display and record receive the time-history curves of signal, during reading sound, Mintrop wave peak value and periodic quantity, should show spectrum curve and dominant frequency value simultaneously.
(4) for one, many sound detecting pipes are detected section with two entirely to combine, respectively all detection sections are completed detection.
(5) around the measuring point that pile quality is suspicious, encryption measuring point should be adopted, or adopt tiltedly survey, sector to sweep survey and carry out repetition measurement, further determine that position and the scope of pile defect.
(6) in each detection process detecting section of same pile, acoustic emission voltage and instrument designing parameter should remain unchanged.
Testing result is in Table 1.
After completing detection, each parameter of comprehensive analysis, do not find obvious bad defect, pile body integrity is all qualified.
Wherein the judgement of pile body integrity point index is in Table 2.
2, high strain monitoring
High strain monitoring adopts CASE method, and test performs according to pertinent regulations in People's Republic of China's industry standard " architecture foundation pile inspection specifications " (JGJ106-2003).
During detection, 2 acceleration transducers and 2 adaptability to changes sensors are respectively symmetrically and are arranged on a side surface (from about stake footpath, 2 times of stake top), exciting stake top with weight free-falling, sensor acquisition receives axial strain, stake side and pile-end soil drag effect and the pile body motion rate signals etc. that pile body produces under temporary impact.
The stake top being detected each stake is above designed elevation, and sensor is arranged on from lower about 2.0 meters places, stake top, and hammer weighs 12000 kilograms, falls from about 0.8 meter, adopts CASE method to calculate bearing capacityJ c Value coefficient takes 0.30 according to geology exploration data.
CASE method is based on theory of travelling wave, is one-dimensional elastic bar depending on stake, applies vertical instantaneous impact on stake top, makes pile body to bottom offset, excitation side stake and pile-end soil resistance, simplifies, by analyzing, the dynamic resistance composition removing soil, try to achieve the quiet bearing capacity of stake.CASE method analytical calculation formula is as follows:
In formula:
R c The single pile vertical resistance pressure judged by CASE method compares to obtain bearing capacity (kN)；
J c CASE method damped coefficient；
t 1The moment (ms) that speed first peak is corresponding；
F(t 1)——t 1The hammer force (kN) in moment；
V(t 1)——t 1The particle movement speed (m/s) in moment；
Z pile body cross section mechanical impedance (kN s/m)；
Note: during the long finger high strain monitoring of measuring point stake, the stake below sensor mounting location is long.
Testing result is in Table 3.
Table 3
The bearing capacity of single pile being detected each stake is all not less than design vertical ultimate bearing capacity of single pile value.
Claims (3)
1. dry operation boring is without the cast-in-place pile construction method of water law concrete perfusion, it is characterised in that it adopts the dry working system of churning driven to implement boring and clear hole, employing without water law concrete perfusion,
Specifically include following step:
Step one: geology is investigated on the spot and the confirmation in stake site: conventional method complete drilling construction before preliminry basic research and confirm a site；
Step 2: bury casing underground: adopt rotary drilling rig static pressure method to complete shield-tube embedment, at least big than the bit diameter of the rotary drilling rig 100mm of the internal diameter of casing, tamping between casing and hole wall, and the depth of burying of casing is 1m ~ 2m, the top of casing should 20cm ~ 30cm above ground level；
Step 3: boring: the dry operation boring work of conventional churning driven method；
Step 4: clear hole: adopt the conventional clear hole method of churning driven to carry out clear hole；
Step 5: dispose steel reinforcement cage: conventional method completes the lifting of steel reinforcement cage and arranges work；
Step 6: concrete perfusion pile；
The described concrete slump is 12cm～18cm, and the ratio of mud is 0.40 ~ 0.45；
When irrigating first batch of concrete, making conduit end opening is 25cm～40cm to the distance at the bottom of hole, and makes the degree of depth of conduit Transducers Embedded in Concrete be not less than 1m；
After starting concrete perfusion, control the interval time removing conduit less than 2.5 hours；
In concrete perfusion process, the buried depth controlling conduit is not less than 3m；
Concrete perfusion close to stake push up time, improve hopper level, it is ensured that funnel distance design height of pile top be not less than 4m；
Described dry operation bored pile construction geological conditions meets and digs in a depth bounds without subsoil water, drift sand or soft stratum or only have a small amount of subsoil water, it is possible to carried out extraction during secondary pile hole cleaning before step 6；
Also including naphthalene series high-efficiency water-reducing agent, air entraining agent and mineral admixture in concrete described in step 6, the concrete making configuration good has good workability.
2. a kind of dry operation according to claim 1 boring is without the cast-in-place pile construction method of water law concrete perfusion, it is characterised in that described mineral admixture selects breeze or flyash.
3. a kind of dry operation according to claim 1 and 2 boring is without the cast-in-place pile construction method of water law concrete perfusion, it is characterised in that in step 6 in concrete perfusion process, and the buried depth controlling conduit is 3m ~ 6m.
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| CN104563098B (en) * | 2015-01-21 | 2016-01-20 | 成都市第四建筑工程公司 | A kind of super-large diameter all steel casing does operation pore-creating filling pile construction method |
| CN106013094A (en) * | 2016-06-17 | 2016-10-12 | 四川公路桥梁建设集团有限公司 | Method applicable to pouring of concrete for artificial excavating pile body |
| CN107386275A (en) * | 2017-09-05 | 2017-11-24 | 成都华川公路建设集团有限公司 | A kind of pile foundation casting method and pile foundation casting system |
| CN107724383B (en) * | 2017-10-18 | 2019-08-02 | 上海宝冶集团有限公司 | Rotary digging cast-in-place pile construction method |
| CN108643171A (en) * | 2018-06-21 | 2018-10-12 | 中交公局第六工程有限公司 | A kind of pile foundation dry hole uses the construction method of tremie concrete |
| CN109610495A (en) * | 2018-12-11 | 2019-04-12 | 浙江科技学院 | Close to the pile base construction method of Shield-bored tunnels |
| CN111458179A (en) * | 2020-04-16 | 2020-07-28 | 河北益坤岩土工程新技术有限公司 | Rock soil sampling method |
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